Annexure 1environmentclearance.nic.in/writereaddata/Online/EDS/0_0_07_Jan_2… · Rainwater...
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Annexure 1
Annexure 1
M/S KUNDLAS LOH UDYOG, VILLAGE BURANWALA & BALYANA , TEHSIL BADDI, DISTT SOLAN, (H.P.)
RAINWATER HARVESTING
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RAINWATER HARVESTING REPORT
INTRODUCTION:
Rainwater harvesting is the accumulation and deposition of rainwater for reuse on-site,
rather than allowing it to runoff. Rainwater can be collected from surface
runoffs or roofs, and in many places the water collected is redirected to a deep pit (well,
shaft, or borehole), a reservoir with percolation, or collected from dew or fog with nets or
other tools. Its uses include water for domestic use, irrigation purpose, industrial uses
etc. The harvested water can also be used as drinking water, longer-term storage and
for other purposes such as groundwater recharge.
M/s Kundlas Loh Udyog requires to conduct a study to implement and install rainwater
harvesting schema to recharge the groundwater resources in the vicinity of 5 km radius
buffer zone of their project located at Khasra No. 414, 415, 416, 418 and 133 of Mauza
Baliana, Vill. Baliana, Tehsil Baddi, Distt. Solan, Himachal Pradesh. The total project
area of the project is 8017.11 m2. The total ground water requirement of the project is
65 m3/day i.e. 21450 m3/annum considering 330 operational days in a year.
ADVANTAGES OF RAINWATER HARVESTING:
Rainwater harvesting provides an independent water supply during regional water
restrictions and in developed countries is often used to supplement the main supply. It
provides water when there is a drought, can help mitigate flooding of low-lying areas,
and reduces demand on wells which may enable groundwater levels to be sustained. It
also helps in the availability of potable water as rainwater is substantially free of salinity
and other salts. Application of rainwater harvesting in urban water system provides a
substantial benefit for both water supply and wastewater subsystems by reducing the
need for clean water in water distribution system, less generated storm water in sewer
system, as well as a reduction in storm water runoff polluting freshwater bodies.
There has been a large body of work focused on the development of Life Cycle
Assessment and Life Cycle Costing methodologies to assess the level of environmental
impacts and money that can be saved by implementing rainwater harvesting systems.
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RAINWATER HARVESTING
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Figure-1: Water Balance
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Figure-2: Location Map of Project Area
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Figure-3a: Site Layout-
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Figure-4: Project Location on Google Map
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Figure-5: Google Earth Image of Project Location
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Figure-5: Topography map of Project Area
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Figure-5: Satellite Map of Project Area
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DESIGNING OF RAINWATER HARVESTING SYSTEM:
In designing any rainwater harvesting structure, capturing rainfall and runoff for local
use is the key concept. Hard surface such as roof pavements and roads that decrease
groundwater percolation constitute catchments and generate the high runoff which has
to be diverted in to the storage tank & recharged in to ground water regime through
simple filtration & injection well system for subsequent extraction by service wells. To
improve water availability, rainwater harvesting is the most imminent & long-term
solution.
In view of above, rainwater-harvesting structures at this point can serve the purpose of
arresting roof top rainwater and runoff generated through roads in the area. The design
is based on average annual rainfall, peak rainfall intensity and the intake capacity of the
water by the aquifers. In order to determine intake capacity of water by unsaturated
zone & aquifers zone, the recharge tests were carried out in the investigated area.
For good design of rainwater harvesting, following points are to be kept under
consideration:
a) Ideal location with good ground slope.
b) The location has adequate subsurface permeability of the aquifer to
accommodate maximum recharge of rainwater through injection well.
c) Rate of filtration should exceed average rainfall intensity.
d) Clogging of filtration media should be cleaned periodically.
e) Ground water pollution does not take place.
ROOFTOP RAIN WATER HARVESTING:
Total rooftop area in project area is 3108.35 m2 that may be connected through pipes
and drains to Rainwater harvesting structures which has storage chamber and the
percolation pits as per sites having rooms for recharge in resonance with average
rainfall, catchment area and average rainfall intensity. Looking in to the average rainfall
in this region and roof top area of the building rain water harvesting structures are
designed in such a way that the cumulative runoff has to be preserved in such a way
that water does not spill over and the entire rainwater falling over the total area goes in
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to the ground water body. Following dimensional parameters are considered for design
of Rainwater harvesting system in the plant premises.
Total Rooftop Area 3108.35 m2
Average Rainfall 1140.86 mm = 1.14 m
Catchment factor for Roof top 0.80
Co-efficient of evaporation, spillage and first flush wastage
0.80
Total Runoff from rooftop 3108.35 x 1.14 x 0.80 x 0.80 = 2267.85 m3/Annum
OPEN AREA RAINWATER HARVESTING:
The total open area of plant premises is 4908.76 m2 which may be connected through
pipes and drains to rainwater harvesting structures which has storage chamber and the
percolation pits as per sites having rooms for recharge in resonance with average
rainfall, catchment area and average rainfall intensity. Following dimensional
parameters are considered for design of open area rainwater harvesting system in the
plant premises.
Total Open Area 4908.76 m2
Average Rainfall 1140.86 mm = 1.14 m
Catchment factor for Open Area 0.30
Co-efficient of evaporation, spillage and first flush wastage
0.80
Total Runoff from Open Area 4908.76 x 1.14 x 0.30 x 0.80 m3 = 1343.036 m3/Annum
Design of Rain Water Harvesting Pit
Design considerations:
The important aspects to be looked into for designing the rain water harvesting
system to augment ground water resources are:
Hydrogeology of the area including nature and extent of aquifer, soil cover,
topography, depth to water level and chemical quality of water.
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The availability of source water one of the prime requisite for ground water
recharge, basically assessed in terms of non committed surplus monsoon runoff.
Area contributing runoff like area available, land use pattern, industrial, green
belt, paved areas, roof top area etc.
Hydrometrological characters like rainfall duration, general pattern and
intensity of rainfall.
Computation of Rainfall & approach for Artificial Recharge to Groundwater:
As per Dynamic Ground Water Resources of India (2011) of CGWB District
Solan, the stage of groundwater development is 52% respectively and falls under safe
category, whereas stage of ground water development of Sialba Majri Block is 46 %
and falls in safe category. The normal annual rainfall in the said area is 1140.86 mm.
The implementation of rain water harvesting structures are generally done by diverting
the runoff generated from the catchment area, roof top areas, and open area for
recharging into the ground water system.
Rain Water Harvesting & Artificial Recharge within Project premises:
Based on the site plan of the project area, the computation of rainfall runoff of entire
project premises has been worked out and the details are tabulated below:
Sr.No Area Type Area in Sq. m
Runoff Coefficient
Annual Rainfall in
Meter
Total Available Runoff in m3 /year
1 Roof Top 3108.35 0.80 1.14 2267.85
2 Open Area 4908.76 0.30 1.14 1343.036
Total 8017.11 3610.88
From the above computation, it is evident that a total quantum nearly of 3610.88 m3 of
rain water can be generated annually. In order to design the recharge structure, hourly
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intensity of rainfall is considered to be 25 mm/hr has been taken into account and the
details are tabulated below:
Sr.No Area Type Area in Sq. m
Runoff Coefficient
Hourly Rainfall Intensity
Total Available
Runoff per hour
1 Roof Top 3108.35 0.80 0.025 62.17
2 Open Area 4908.76 0.30 0.025 36.82
Total 8017.11 98.98
It has been worked out that total runoff generated within project premises per hour with
25 mm/hr intensity of rainfall shall be 98.98 m3/hr.
Quantam of Rainwater recharge through individual recharge Structure:
1. Volume of water within free Board (Settlement Chamber)
= 2 m x 2 m x 3m = 12 m3
2. Volume of water in Gravel filled Part
i.e. Volume of water within the pore spaces of sand, gravel filled part @35% (Filter
Chamber)
= 2 m x 2 m x 3m x 0.35 = 4.2 m3
3. Volume of water in Recharge Well through which recharge will be done
Intake capacity of recharge well = 36 lph = 36 m3/hr.
Therefore, Total volume to be recharge through a individual structure will be
= (12+4.2+36)
= 52.2 m3/hr
Thus, the rain water recharging pit can accommodate 52.2 m3/hr of the rain water.
Therefore, 2 Rainwater harvesting Structures require to accommodate the storme
generated by storm inside project area.
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Figure-7: Schematic Diagram of Recharge Pit
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EXECUTION OF RAINWATER HARVESTING THROUGH RECHARGE BORE WELL:
Rooftop/Terrace water is diverted through PVC pipes to rainwater harvesting unit.
The rooftop rainwater passes through screen chamber, filtration chamber and then
transferred to recharge well through gravitational force.
The screen chamber act as settling chamber from where water passes through MS
screen to filtration chamber.
Filtration chamber act as de-silting unit then water passes through gravel filter
towards recharge well.
Filtered water flows to aquifer through ‘Vee’ wire screens, which is installed in the
Recharge well.
Valve Chamber will be provided to drain off first rainwater to storm water drain.
There is a provision to drain off excess rainwater during heavy rain fall to storm
water drain through overflow pipes.
OBSERVATIONS:
The total groundwater utilized by the project annually is 21450 m3/year where as at
the same time the total runoff available for groundwater recharge is 3610.88
m3/year, which is only 16.83% of the abstraction per year.
The total available runoff to be recharged per day considering 25 mm/hr intensity of
rainfall is 98.98 m3/day.
At present there are 1 rainwater harvesting structures present in project premises to
accommodate the storm generate during rainy season.
Project proponent is recharging almost 16.83 % of groundwater from its existing
rainwater harvesting schema while comparing to actual runoff available per year.
The additional rain water recharging will be implemented by adopting pond outside
the project premises as per the CGWA guidelines.
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RAINWATER HARVESTING
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Adoption of Ponds for Rainwater Harvesting
Ponds are surface water bodies, submerging a land area with adequate permeability to
facilitate sufficient percolation to recharge the ground water. They may arise naturally in
floodplains as part of a river system, or they may be somewhat isolated depressions.
They might contain shallow water with marsh and aquatic plants and animals.. Surface
run-off water can be diverted to this natural depression. Water accumulating in the pond
percolates in the solid to augment the ground water.
A pond can be defined as an naturally created surface water body submerging a highly
permeable land area so that the surface runoff is made to percolate and recharge the
ground water storage. They are not provided with sluices or outlets for discharging
water from the tank for irrigation or other purposes.
These are the most prevalent structures in India as a measure to recharge the ground
water reservoir both in alluvial as well as hard rock formations. The efficiency and
feasibility of these structures is more in hard rock formation where the rocks are highly
fractured and weathered.
The hydro-geological condition of site for percolation pond is of utmost importance. The
rocks coming under submergence area should have high permeability. The degree and
extent of weathering of rocks should be uniform and not just localized. The purpose of
percolation pond is to conserve the surface run off and diverts the maximum possible
surface water to the ground water storage. Thus the water accumulated in the pond
after monsoon should percolate at the earliest, without much evaporation losses.
The location of tank and its submergence area should be in non-cultivable land and in
natural depressions requiring lesser land acquisition. There should be cultivable land
downstream of the tank in its command with a number of wells to ensure maximum
benefit by such efforts.
The average recharge capacity of the tank will be preserved, provided the pond bottom
will undergo desiltation by removing accumulated sediment and debris prior to the
annual monsoon. Best results were obtained from systems located in areas of vesicular
or fractured basalt.
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RAINWATER HARVESTING
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Ponds suitable for recharge has been adopted in the listed villages. NOC/agreement
from Sarpanch/Panchayat regarding the adoption of pond has been taken with specific
dimention of pond mention in the agreement. The ponds has been identified and
mapped to evaluate the catchment and compute the total runoff. 1 Ponds have been
identified with area 3114.15 sq m. The catchment area of pond calculated by using
SRTM DEM model in ArcGIS platform and premeditated to be 409651.31 sq m.
Calulation
Total Area of Percolation pond = 3114.15 m2
Average Depth of Percolation Pond = 3 m
Volume/Storage capacity of Pond = 9342.45 m3
The minimum contribution of inflow of water in the percolation pond will be the
catchment area of Pond
Catchment Area = 409651.31 m2
Rainfall = 1061 mm = 1.061 m
Coefficient for initial and runoff losses = 0.20
Therefore total storm generated/ year = 409651.31 X 0.20 X 1.14086
= 93470.96 m3
Therefore, total volume of runoff available for recharge per year is 93470.96 m3
Recharge due to percolation from ponds is estimated based on following formulae
(GEC2015)
RTP = AWSA x R X RF X Number of Fillings (Max 3)
RTP = Recharge due to tanks and ponds
AWSA = Average water spread area (Pond Area)
R = Number of days water Available in Pond
RF = Recharge Factor (1.4mm/day) GEC97
= 3114.15 x 180 x 0.00014 X 3 = 2354.30 m3 per year
Therefore total estimated ground water recharge through these ponds annually is
2354.30 m3 per year
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RAINWATER HARVESTING
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Table-7: Combined Runoff Computation
Catchment Average Depth
Area (Pond Water Spread Area)
'II'
Volume of Pond
No. of Fillings
Available surface runoff from
catchment area of Pond
(m3/annum) “A”
409651.31 3.00 3114.15 9342.45 3 93470.96
Table-8: Recharge Computation for Pond
Catchment Average Depth
Area (Pond Water Spread Area)
'II'
Days Rainfall Coefficient No. of Fillings
Rainfall Coefficient
Available surface
runoff from catchment
area of Pond
(m3/annum) “A”
Recharge due to
Percolation m3/annum
409651.31 3.00 3114.15 180 1.14086 0.0014 3 0.2 93470.96 2354.30
Demarcation of Catchment Area of Pond
The source of water for ponds is surface runoff. These ponds are formed in lower and
mid-slope positions to intercept and collect runoff by gravity (Blanco and Lal, 2008).
Topography plays an important role in the distribution and flux of water within natural
land surfaces. The quantitative assessment of surface runoff depends on the
topographic configuration of the land surface. Many topographic parameters can be
computed directly from a digital elevation model (DEM). This information is very useful
to study the hydrological characteristics of a watershed. The automated extraction of
topographical parameters from DEM is recognised as a viable alternative to traditional
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surveys and manual evaluation of topographic maps, particularly as the quality and
coverage of the DEM data increases. There are several techniques available for
extracting topographical parameters from DEM such as the slope characteristics,
catchment areas, drainage divides, channel networks, etc. (Jenson and Domingue,
1988). These techniques are faster and provide more precise measurements than the
traditional manual techniques applied to topographic maps (Tribe, 1991).
The hydrological modelling by using ArcGIS platform to analysis DEMs which represent
landscapes at a resolution that allows the extraction of hydrologic variables. DEM of the
project premises has been prepared by overlapping a square grid over the area and
attributing point elevation data to the nodes. The elevation data have been referenced
from Google Earth application which has a vertical resolution of 1 m. The accuracy of
elevation information has been checked by tallying with the benchmarks in the Survey
of India (SOI) topographical map (1:50,000 scale) and it has been found that RLs
(reduced level) of the points in the map matches exactly with Google earth data. A
DEM free of sinks, i.e., a depressionless DEM is the desired input to the flow simulation
process.
There are several models for defining a grid of flow directions based on a DEM. The
simplest and most widely used method is termed as the D8 (deterministic eight-
neighbor) method developed by Fairfield and Leymarie (1991). The flow vector
algorithm scans each cell of the modified DEM (after sink removal) and determines the
direction of the steepest downward slope to an adjacent cell. The D8 flow direction
function is available in ArcGIS software and is used for flow direction. In the D8 model,
eight possible flow directions are assigned for a single cell and it is assumed that a
water particle in each DEM cell flows towards one and only one of its neighbouring cells
that cell being the one in the direction of steepest descent. To assign a flow direction
value to a cell, the “distance weighted drop” to each of eight neighbouring cells is
computed by taking the difference in elevation values and dividing by for a diagonal cell
and 1 for a non-diagonal cell. The flow direction for a cell is assumed to be in the
direction with the highest distance weighted drop. Where more than one downward
slope maxima exist, the flow vector is arbitrarily assigned to indicate the direction of the
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maximum first encountered. At cells on the edge of the defined DEM (i.e., cells in the
outer rows or columns), the flow vector points away from the defined DEM if no other
downward slope to a neighbour is available. All flow originating on or entering a cell is
assumed to move in the direction indicated by the flow vector, and no divergent flow out
of a cell is accommodated (Jenson and Domingue, 1988).
The catchment area of each grid cell is determined using the method of Martz and de
Jong (1988). The flow vectors are used to follow the path of steepest descent from each
cell to the edge of the DEM, and catchment area of each cell along this path is
incremented by one. After a path is initiated from each cell, the catchment area value
accumulated at each cell gives the number of upstream cells which contribute overland
flow to that cell.
The boundary of the watershed to be analyzed is also determined from the flow vectors.
The user specifies the location of the grid cell at the watershed outlet, and all grid cells
which contribute overland flow to the outer cell are identified. In this case, the cells
representing the ponds are treated as watershed outlet and the drainage channels
which contribute flow into the Pond are identified and subsequent catchment area
demarcation is carried out.
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Figure-9: Location of Pond for Water Harvesting-Google Imagery
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Figure-11: Demarcation of Catchment Area of Pond
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Figure - : Location of Pond for Water Harvesting-Satellite Imagery
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Figure - : Location of Pond for Water Harvesting-Toposheet
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Figure - : Location of Pond for Water Harvesting-Elevation Profile
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Losses due to evaporation, Seepage & Dead Storage
In the study area, the evaporation losses from water bodies’ surface area are
considered @ 0.0055 m per day (0.66 m column for maximum 180 filling days) as per
Basin Planning & Management Organization, Central Water Commission, Govt. of India,
About 1 m dead storage has to left in the ponds for desiltation& villager’s use.
Details of Recharge Well/Recharge Shaft Installed inside the Pond
The additional recharge potential created by developing ponds as artificial recharge
sites by installing percolation pits in the pond. This would increase storage capacity of
the pond. The percolation(recharge pits) having recharge shaft are recommended in the
pond for fast & efficient recharge at deeper level. The Recharge pits and shafts are
artificial recharge structures commonly used for recharging shallow phreatic aquifers,
which are not in hydraulic connection with surface water due to the presence of
impermeable layers. They do not necessarily penetrate or reach the unconfined
aquifers like gravity head recharge wells and the recharging water has to infiltrate
through the vadose zone. Recharge Shafts are constructed to augment recharge into
phreatic aquifers where water levels are much deeper and the aquifer zones are
overlain by strata having low permeability. Further, they are much smaller in cross
section when compared to recharge pits. Detailed design particulars of a recharge
shaft are shown in figure.
Recharge shafts may be dug manually in non-caving strata. For construction of deeper
shafts, drilling by direct rotary or reverse circulation may be required. The drilled
shafts, diameter may not exceed 1m. Shaft drilled diameter of about 1m, allowing the
insertion of a 0.5m diameter PVC casing pipe. The average depth of bores is about
6m. Commercially available perforated screen and gravel pack should be inserted in
the bottom of about 6m. The shaft should reach the permeable strata by penetrating
the overlying low permeable layer, but need not necessarily touch the water table.
Shafts lined with perforated PVC pipes may be back-filled with an inverse filter,
comprising boulders/cobbles at the bottom, followed by gravel and sand. The upper
sand layer may be replaced periodically.
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Dimensional parameter of percolation pit is kept as 1m(length) x1m(width )x2m
(depth) with 0.15m dia recharge shaft of 6m depth. The inlet of the structure would be
1m above pond’s deepest level leaving average1m water column as dead storage for
desiltation. As per yield & alluvium formation thickness(70m) at pond sites, the intake
capacity of recharge shaft is consider to be 2.72m3/hour for average180 filling days.
Figure - 14 : Recharge Shaft
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Figure - 15 : Cross-section showing bore installation, with the Perforated pipe
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Quantam of Rainwater recharge through individual recharge Structure:
1. Volume of water within free Board (Settlement Chamber)
= 1m x 1m x 1 m = 1 m3
2. Volume of water in Gravel filled Part
i.e. Volume of water within the pore spaces of sand, gravel filled part @35%.
= 1m x 1m x 1 m x 0.35 = 0.35m3
3. Volume of water in Recharge Well through which recharge will be done
Intake capacity of recharge well = 2.72 m3/hr = 65.28m3/day
Therefore, Total volume to be recharge through a individual structure will be
= (1+0.35+65.28)= 66.63 m3/hr
Therefore No. of Filling Days = 180 = 66.63 x 180 = 11993.4 m3/annum
Evaporation and seepage loss from pond inside the plant area.
= 5169.49 m3 /annum
Available runoff left after losses
= 88301.47 m3 /annum
Recharge due to percolation in ponds
= 2354.30 m3 /annum
Available runoff left after percolation,
= 85947.17 m3 /annum
Additional recharge after installing 1 Recharge shaft
= 11993.4 m3/annum
2 Recharge Shaft has been proposed , therefore total recharge
= 2 x 11993.4
= 23986.80 m3/annum
Annexure 2
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Figure - 16 : Design of Recharge Shaft
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Table-9 : Recharge Potential of Pond after installing Recharge Pit/Recharge Shaft
Village Name
Structure
Available surface
runoff from catchment
area of Pond
(m3/annum) “A”
Recharge due to
Percolation m3/annum
Total column
loss during 180 filling days (m/annum)
“I”
Net Loss of available
runoff volume for storage in
pond
(m3/annum) “B” (I x II)
Available runoff
volume (m3/annum) for artificial
recharge “C” = A - B
Recharge left after
percolation
Recharge Rate
m3/day
Recharge from 1
Structure
No. of Recharge Structures
Recharge from all
structure
Total Recharge
Baddi Pond 93470.96 2354.30 1.66 5169.49 88301.47 85947.17 66.63 11993.4 2 23986.8 26341.09
Annexure 2
M/S KUNDLAS LOH UDYOG, VILLAGE BURANWALA & BALYANA , TEHSIL BADDI, DISTT SOLAN, (H.P.)
RAINWATER HARVESTING
31
RESULTS
The Final ground water recharge after implementing the schema will be
1. Recharge due to percolation from pond.
2. Recharge by installing additional recharge shaft in proposed ponds, 2 units.
3.By installing rainwater harvesting structure inside project area.
Table-13:Final Recharge
Recharge Structures and Conditions Ground Water Recharge
cubic meter/annum
Rainwater Harvesting inside Plant 3610.88
Natural Percolation from Pond 2354.30
Additional Recharge after installing 2
units of recharge shafts 23986.80
Total 29951.98
Conclusion
The total groundwater utilized by the project annually is 21450 m3/year where as the
total runoff available for pond adopted for ground water recharge is 3610.88
m3/year.
In total pond from 1 location have been identified for the adoption, the area of pond
is 3114.15 m2. The catchment area of pond is demarcated and calculated to be
409651.31 m2.
By adoption the project proponent may recharge almost 23986.80 m3/year of ground
water annually which is 111.82 % of the ground water utilized by the project.
Therefore, total recharge after combining both inside and outside plants recharge
structures will be 29951.98 m3/year which is 139.63 % of the ground water utilized
by the project.
Annexure 2
M/S KUNDLAS LOH UDYOG, VILLAGE BURANWALA & BALYANA , TEHSIL BADDI, DISTT SOLAN, (H.P.)
RAINWATER HARVESTING
32
Recommendation
1. Periodic maintenance of recharge structures is essential because infiltration capacity
is rapidly reduced as a result of silting, chemical precipitation, and accumulation of
organic matter. In the case of spreading structures, annual maintenance consists of
scraping the infiltration surfaces to remove accumulated silt and organic matter.
2. Steps should be taken to prevent severe soil erosion through appropriate soil
conservation measures in the catchment. This will keep the tank free from siltation
which otherwise reduces the percolation efficiency and life of the structure.
3. In India, an important factor in the design of recharge structures is the consideration
of their stability during probable, high flow storms during years of above average rainfall
and occasional flash floods. Such structures should also be designed in such a manner
as to minimize the accumulation of silt and organic matter within the structure.
4. Village drainage and waste water should not be allowed to be disposed in these
ponds. Bunds of the pond should be elevated and maintained.
Annexure 2
Annexure 2
Annexure 2
Annexure 2
M/s Kundlas Loh Udyog Annexure 3
Greenbelt Development of Kundlas Loh Uyog
Operation Stage
Improvement of the current ecology of the proposed expansion project site will entail
the following measures:
Plantation and Landscaping
Green Belt Development
The section below summarizes the techniques to be applied to achieve the above
objectives:
Plantation and landscaping
The total area of factory is 7789.41 sqm and 2570.51 sqm green areas (33 % of total
factory area) will be developed. As per MoEF norm of 80 sqm of plot area per tree about
97 trees are required and about 353 trees will be planted in the greenbelt including all
around the factory boundary and inside the plant premises. Selection of the plant
species would be done on the basis of their adaptability to the existing geographical
conditions and the vegetation composition of the forest type of the region earlier found
or currently observed.
Green Belt Development Plan
The green belt will be developed as per the guidelines for developing green belt by
CPCB, 2007. The plantation matrix adopted for the green belt development includes pit
of 0.3 m × 0.3 m size with a spacing of 2 m x 2 m. In addition, earth filling and manure
may also be required for the proper nutritional balance and nourishment of the sapling.
It is also recommended that the plantation has to be taken up randomly and the
landscaping aspects could be taken into consideration.
Plantation comprising of medium height trees (7 m to 10 m) and shrubs (5 m height)
are proposed for the green belt. In addition, creepers will be planted along the boundary
wall to enhance its insulation capacity.
M/s Kundlas Loh Udyog Annexure 3
Plant Species for Green Belt Development
The selection of plant species for the development depends on various factors such as
climate, elevation and soil. The plants would exhibit the following desirable
characteristics in order to be selected for plantation
1. The species should be fast growing and providing optimum penetrability.
2. The species should be wind-firm and deep rooted.
3. The species should have dense foliage with round canopy.
4. As far as possible, the species should be indigenous and locally available.
5. Species tolerance to air pollutants like SO2 and NO2 should be preferred.
6. The species should be permeable to help create air turbulence and mixing within
the belt.
7. There should be no large gaps for the air to spill through.
8. Trees with high foliage density, leaves with larger leaf area and hairy on both the
surfaces.
9. Ability to withstand conditions like inundation and drought.
10. Soil improving plants (Nitrogen fixing rapidly decomposable leaf litter).
11. Attractive appearance with good flowering and fruit bearing.
12. Bird and insect attracting tree species.
13. Sustainable green cover with minimal maintenance.
Description of Greenbelt Area and Plantation to be done in Plant Area.
S. No Particular Area Sqm No. of Trees
1 Peripheral area 1635 273
2 Lawn Area 935.51 80
Proposed Green area (33 % of Net Plot Area)
2570.51 353
Area Details S. No Particular Area Sqm In terms of percentage (%)
1 Ground coverage 2882.41 37 2 Green Area 2570.51 33 3 Surface Parking Area 1557.88 20 4 Under Roads & Paved 778.94 10
Total Plot Area 7789.41 100
Greenbelt development Plan around the boundary of plant and inside the plant shown
in layout plan and enclosed with this report.
M/s Kundlas Loh Udyog Annexure 3
The unit is located in Sub Tropical zone (agro-climatic zone) of western Himalayan region having an average annual rainfall of 2000 mm
with humid climate. Major soil type in the area is Sub- Mountainous Soil. The Soil is generally sandy loam in valley areas of Baddi and in
rest of the hilly and mountainous areas, soil is skeletal. Soil depth is generally shallow, except in areas having good vegetative cover. It is
generally dry, shallow and deficient in organic matter. Soils are rich in nutrients and thus are fertile. Accordingly, suitable trees selected
and proposed for greenbelt development.
List of trees suggested for development of Greenbelts
S. No.
Binomial Name Family Common Name
Vernacular Name
Sensitive/ Tolerant
Height (Meters)
Regeneration By
Flowering Season
Crown shape
Crown surface area (sqm)
Leaf Area sqc)
Stomatal Index
1 Acer compbellii Hook F. and Thoms.
Aceraceoe Himalayan maple
Angu S 12m By Seeds. Spreading
2 Acacia nilotica (Linn) Willd.
Mimoseae Indian Gum-Arabic-tree
Babul T 8m By Seeds. Aug-Jan. Spreading
8293.74 135.7 11.23
3 Dalbergia latifolia Roxb
Fabaceae Sissoo Indian Rosewood
T 20m By seeds, Stem and Root cutting
Aug-sept Round 21723.2 187.9 10.12
4 Ficus elastica Roxb Moraceae Indian Rubber Tree
T 12m By Cutting Spreading/ Round
6028.18 94.2 19.43
5 Ixora arborea Roxb Rubiaceae T 6m By Cutting Throughout the year
Oblong to spreading
57.04 54.2 17.3
6 Ixora coccinea L Rubiaceae Rangan T 6m By Cutting Throughout the year
Oblong 183.26 69.7 23.3
7 Milletia pequensis Ali
Fabaceae T 10m By Seeds. Aug. - Oct. Round / Oblong
42311.52 167.2 12.2
8 Prosopis cineraria Linn.
Mimosaceae Khejri T 12m By seeds, root sucker
Dec. - April. Spreading
13430.6 54.23 18.1
M/s Kundlas Loh Udyog Annexure 3
S. No.
Binomial Name Family Common Name
Vernacular Name
Sensitive/ Tolerant
Height (Meters)
Regeneration By
Flowering Season
Crown shape
Crown surface area (sqm)
Leaf Area sqc)
Stomatal Index
9 Sapindus emarginatus Vihl
Sapindaceae Soapnut T 10m By seeds Oct. - Dec. Oblong / Round
43,789.24 110.6 23.6
10 Sesbania grandiflora Pers
Fabaceae Swamp- pea, Agathi
Ogosti (Oriya)
T 10m By Seeds Sept. - Dec. Oblong 4694.87 130 20.45
Source: Guidelines for developing greenbelt- CPCB-2007
List of shrubs suggested for development of Greenbelts
S.No.
Binomial Name Family Common Name
Vernacular Name
Sensitive/ Tolerant
Height (Meters)
Regeneration By
Flowering Season
Crown shape
Crown surface area (sqm)
Leaf Area sqc)
Stomatal Index
1 Bougainvillea spectabilis Willd
Nyctaginvillea Bougainvillea T 8m By cuttings
Through the year
Oblong/ Round 939.25 33.15 32.53
2 Lawsonia inermis Linn Lythraceae Henna Mehendi T 5m By Seeds, Cutting April -July Round 71.85 77.8 17
3 Murraya paniculata Linn Rutaceae
Marchula T 5m
By Seeds, Cutting June - Oct. Round 1354.61 35.3 10.31
4 Nerium indicum Mill Apocynaceae
Pink oleander Kaner T 5m
By Seeds, Cutting
Throughout the year
Oblong / Round 5747.63 32.62 15.7
5 Tabernaemontana divaricata Linn
Apocynaceae Tagar T 3m By Cutting
Through the Year Round 128.67 47.81 30.2
Source: Guidelines for developing greenbelt- CPCB-2007
Species of Trees
1. Angu 4
2. Babul 2
3 Indian Rosewood 3
4 Khejri 2
DRAWN BY
CHKD BY
APPROVED BY
SCALE USED 1:100
EXISTING FACTORY BUILDING ,
SITE PLAN, LOCATION
PLAN FOR M/S KUNDLAS LOH
UDYOG, VILLAGE BURANWALA &
BALYANA , TEHSIL BADDI, DISTT SOLAN
(H.P.)
KHASRA. NO. 414,415,416,418 &133,HADBAST
NO. 202
DATE 6.07.2018
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TITLE : - SITE PLAN LOCATION PLAN
WORKING HALL
24
LABOUR ROOM
LABOUR ROOM (DOUBLE STORY)
TO BADDI BAROTIWALA ROAD
TO HINDUSTAN LIVER
TRANSFORMER
PLATE FORM
FURNACE& CCM SHED
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DRAWN CHECKED APPROVED
DATE
REFERENCE DRAWINGS:
DWG. NO. TITLE:
ARCHITECT SIGN.
BANTI KUMAR
ARCHITECTS* INTERIOR DESIGNERS
SURVEY *ESTIMATING H.NO. 8.LILY
APRT.GROUND FLOOR,BLOCK NO 12,
AMRAVATI.NEAR KIDZY SCHOOL, BADDI,
SOLAN (H.P.)
M. NO.- 98820-33179, 94187-41022
bunty0798gmail.com
12.04.2018
OWNER SIGN
SITE LAY-OUT PLAN AS PER SITE
(SCALE =1:500)
BOUNDARY WALL
AS TATIMA
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P
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3
3
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1
1 SCRAP SHED
2 APCD
3 FURNACE
4 CCM
5 POWER HOUSE
6 RWH PIT
7 LAB
8 WEIGHING BALANCE
9 ASSEMBLY POINT
10 OFFICE
11 SECURITY ROOM
12 CUTTING MACHINE
13 COOLING BED
14 ROLLING MACHINE
15 FG STORE
16 CHIMANY
17 RAW MATERIAL STORE
18 RAW MATERIAL
19 LT ROOM
20 GREEN BELT
21 PRIMARY TANK
22 SECONDARY TANK
23 STORE
24 STORE
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61.760
M/s Kundlas Loh Udyog Annexure 4
REVISED CER ACTIVITIES
This project is a Brownfield Project and an amount of Rs. 13.5 Lakhs (approx. 1.32 % of total
project cost) out of project cost of Rs 1019.75 Lakhs (as per Ministry’s Office Memorandum vide F.
No. 22-65/2017-IA.III dated 1st May 2018) has been earmarked for Corporate Environment
Responsibility (CER) based on need based assessment and public hearing issues. The details of CER
proposed are as follows:
S. No. Major Activity Heads Amount to be spent
(Rs. in Lakhs)
1st Year 2nd Year
1. Employment (Vocational Training for Skill development for self employment like Sewing, Pickle making, Craft making for Women Empowerment of village Balyana)
1.50 1.50
2. Educational Facility (Distribution of School dress & books to Poor students of Village Balyana.)
2.50 2.00
3. Community Development (Rain Water Harvesting Structure & providing 2 No’s of Solar Light to Gram Panchayat Bhawan)
2.00 1.50
4. Health Camp (Health, & Eye check up camp will be organized for villagers )
1.50 1.00
Sub-Total 7.50 6.00
Total 13.50
The Project Proponent shall complete these CER activities within 2 years.